CN112813805B - Construction method of variable-section thin-wall hollow high pier of stiffened framework - Google Patents
Construction method of variable-section thin-wall hollow high pier of stiffened framework Download PDFInfo
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- CN112813805B CN112813805B CN202110012753.4A CN202110012753A CN112813805B CN 112813805 B CN112813805 B CN 112813805B CN 202110012753 A CN202110012753 A CN 202110012753A CN 112813805 B CN112813805 B CN 112813805B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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Abstract
The invention relates to a construction method of a variable-section thin-wall hollow high pier of a stiff framework, which comprises the following steps of: 1) Construction preparation; 2) Pre-burying steel bars for position correction; 3) Laying a construction hanging bracket; 4) Laying stiff frameworks; 5) Erecting a climbing template; 6) Pouring high pier concrete; 7) And (5) sealing and curing the concrete. The invention has the beneficial effects that: the direction and the position of the embedded steel bar can be corrected through the position correcting bolt on the position correcting hoop; the three-way position control of the construction hanger is realized; the hoisting control of the height of the construction hanger is realized; the pulling resistance of the subsequent anchoring connecting rib is improved, and the difficulty in positioning the longitudinal rib of the reinforcement cage is reduced; the anchoring connecting ribs are conveniently connected with the embedded bolts, so that the difficulty in connecting the sliding rails and erecting the high pier inner mold is reduced; the accurate control of the height of the concrete filling pipe embedded pipe is realized; the tightness of the outer closed bag and the tightness of the inner closed bag are limited by the elastic outer ring hoop and the elastic inner ring hoop respectively, and the difficulty in arranging the maintenance bags is reduced.
Description
Technical Field
The invention relates to a construction method of a stiff framework variable-section thin-wall hollow high pier, which can improve the stability of a construction structure, reduce the on-site construction difficulty and improve the concrete pouring and curing quality and is suitable for high pier construction engineering.
Background
With the vigorous development of the traffic industry and the increasing progress of bridge engineering in China, modern bridges gradually develop towards large span, and a series of high pier bridges appear. Compared with the conventional bridge pier, the high pier construction often has the problems of high template erection and positioning difficulty, difficult reinforcement cage binding and positioning, difficult control of concrete pouring and maintenance quality and the like.
In the prior art, a high pier creeping formwork construction method is provided, wherein an inner formwork is prepared by a shaped steel plate, an outer formwork is prepared by an integral steel plate, and channel steel transverse ribs are fixedly arranged on the outer sides of the inner formwork and the outer formwork; promote the creeping formwork support body, when the operation platform of creeping formwork support body reachd the pier top variable cross section department, the template stops climbing to going on the construction of variable section department mound wall, embedding in advance on pier concrete wall and wearing the wall bolt hole, after accomplishing variable section department mound wall construction, will wear the wall bolt install in wear the wall bolt hole, and will support the support body with wear the wall bolt to connect, demolish the mound wall centre form, and hang out the centre form support body to the pier bottom, install the bent cap template, carry out concrete placement, accomplish the bent cap construction. Although the operation method solves the problem of construction safety and reduces construction cost to a certain extent, the operation method has improvements in the aspects of improving the stability of a construction structure, reducing the difficulty of site construction, improving the quality of concrete pouring and maintenance and the like.
In view of the above, in order to overcome the pouring quality of the thin-wall hollow high pier and improve the stress performance of the construction structure, the invention of the construction method of the stiff framework variable-section thin-wall hollow high pier, which can not only improve the stability of the construction structure and reduce the difficulty of field construction, but also improve the concrete pouring and maintenance quality, is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide the construction method of the thin-wall hollow high pier with the variable cross section of the stiff framework, which can not only improve the stability of a construction structure, but also reduce the difficulty of site construction and improve the quality of concrete pouring and maintenance.
The construction method of the variable-section thin-wall hollow high pier of the stiffened framework comprises the following steps of:
1) Construction preparation: constructing a lower bearing platform, arranging embedded steel bars in the lower bearing platform, preparing materials and devices required by construction, and checking the stability of a construction structure;
2) Pre-buried steel bar position correction: sleeving the calibration hoop on the embedded steel bars, and enabling a calibration bolt on one side of the calibration hoop to penetrate through a calibration clamping groove in the calibration frame plate; the method comprises the following steps of connecting a position correcting frame plate and a bearing platform connecting plate into a whole in advance, and firmly connecting the bearing platform connecting plate and a lower bearing platform through a bearing platform hoop; applying fastening force to the embedded steel bars through the positioning bolts to correct the spatial positions of the embedded steel bars;
3) Laying a construction hanging bracket: arranging a construction hanging bracket at the lower part of the tower crane, connecting a hanging bracket diagonal brace at the lower part of the construction hanging bracket with a poured high pier through a diagonal brace end plate and an end plate hoop, connecting the hanging bracket diagonal brace with the tower crane through a diagonal brace end plate and the end plate hoop, and connecting the upper part of the construction hanging bracket with a tower crane cantilever through a sling; laying a platform bottom plate on the construction hanger, arranging a hanger supporting plate between the construction hanger and the hanger diagonal brace, and firmly connecting the construction hanger with the hanger supporting plate through a supporting plate connecting bolt;
4) And (3) arranging stiff frameworks: according to the section shape of the high pier-shaped stiffening module, stiffening section steels at four corners of the stiffening module are connected through rigid tie bars; arranging a pre-embedded bolt connecting plate and a clamping plate connecting plate on the stiff section steel; welding one side of the embedded bolting plate with the stiff section steel, and welding the other side of the embedded bolting plate with the embedded bolt; connecting the clamping plate connecting plate with the stiff section steel through a section steel connecting hoop, and vertically welding the clamping plate connecting plate with the clamping plate; a steel reinforcement cage longitudinal rib is arranged in the high pier template, and the limiting clamping plate and the clamping plate are firmly connected through the clamping plate positioning bolt according to the position arrangement requirement of the steel reinforcement cage longitudinal rib; arranging a guide side plate on the top end of the installed and stable stiff section steel at the lower part, welding the guide side plate with a section steel hoop, sleeving the section steel hoop on the stiff section steel, arranging a hoop side plate on one side of the section steel hoop, and connecting the opposite hoop side plates through fastening and pressing bolts;
5) Erecting a climbing template: pouring high pier concrete in the high pier template, and removing the sealing rubber block at the outer end of the embedded bolt after the high pier concrete pouring construction at the bottom layer is finished; firstly, firmly connecting the connecting slide rail with the high pier concrete through the anchoring connecting rib, and then connecting the sliding support frame with the connecting slide rail; a top sliding beam is arranged at the top end of the sliding support frame, and a connecting sliding block at the lower part of the template support beam is connected with the top sliding beam through a sliding block connecting groove; an inclined strut control body is arranged between the template supporting beam and the climbing template on the upper portion of the template supporting beam, the transverse stability of the climbing template is controlled through the inclined strut control body, a template control body is arranged on the upper portion of the top sliding beam, and the transverse position of the template supporting beam is limited through the template control body; after the high pier inner mold penetrates through the anchoring connecting ribs, the inner mold pressing plate is arranged on the outer side of the high pier inner mold, and the inner mold pressing plate is fastened through nuts to limit the transverse position of the high pier inner mold; after the climbing templates on the periphery climb to a set height, inserting a joint splice plate at the joint of the climbing templates, arranging an elastic adhesive tape at the joint of the climbing templates and the joint splice plate, and then firmly connecting the climbing templates and the splicing guide plate through a splicing fastening bolt;
6) Pouring high pier concrete: the concrete pouring pipe is positioned in the high pier template, a position control floating plate is arranged on the concrete pouring pipe according to the pipe burying height requirement of the concrete pouring pipe, and a connecting bracket is arranged between the concrete pouring pipes, so that the connecting bracket is connected with the concrete pouring pipe through a bracket end hoop; correcting the airtightness and stability of a high pier internal mold of the high pier template and the climbing template, synchronously adopting 2-4 concrete pouring pipes to carry out high pier concrete pouring construction, and connecting the lower surface of the position control floating plate with a pouring interface of high pier concrete;
7) Concrete sealing and curing: an outer closed bag is sleeved on the outer side of the high pier concrete, and an inner closed bag is arranged inside the high pier concrete; the outer closed bag is tightly connected with the outer side wall of the high pier concrete through the elastic outer hoop; the inner closed bag is tightly connected with the inner side wall of the high pier concrete through the elastic inner hoop; and water vapor is transmitted into a high pier cavity formed by enclosing the external air filling pipe, the internal closed air bag and the high pier concrete through external air filling equipment, and the cooled residual water is discharged through a residual water gathering pipe.
Preferably, the method comprises the following steps: step 2) the position correcting hoop is formed by rolling a steel pipe and is vertically welded and connected with the position correcting bolt; the position correcting bolt comprises a screw rod and a nut, one end of the screw rod is vertically welded with the position correcting hoop, and the other end of the screw rod penetrates through a position correcting clamping groove in the position correcting frame plate and is fastened through the nut; the position correction frame plate is formed by rolling a steel plate, and two position correction clamping grooves forming an included angle of 45 degrees with the horizontal plane are arranged on the position correction frame plate; the bearing platform hoop is formed by rolling a steel plate, and the bearing platform hoop is firmly connected with the lower bearing platform through bolts.
Preferably, the method comprises the following steps: step 3) the construction hanger is formed by rolling a steel plate, the cross section of the construction hanger is U-shaped, and the construction hanger is bound and connected with a sling; the hanger diagonal brace is formed by rolling profile steel, one end of the hanger diagonal brace is connected with the construction hanger through a diagonal brace rotating hinge, the other end of the hanger diagonal brace is connected with a diagonal brace end plate in a welding manner, and a hanger supporting plate is arranged on the side, facing the construction hanger, of the hanger diagonal brace; the hanger bracing plate is formed by rolling a steel plate, and the cross section of the hanger bracing plate is in a T shape and is connected with the hanger diagonal bracing in a welding way.
Preferably, the method comprises the following steps: step 4), the stiffness module comprises four stiffness section steels, and the four stiffness section steels are connected through rigid tie bars in a welding mode; the embedded bolt adopts a grouting sleeve or a nut, one end of the embedded bolt is welded with the embedded bolt connecting plate, and the other end of the embedded bolt is provided with a sealing rubber block; the sealing rubber block is formed by cutting a rubber plate and is connected with the embedded bolt in a sticking way; the clamping plate clamping plates are formed by rolling steel plates, and positioning bolt sliding grooves are uniformly arranged on the clamping plate clamping plates at intervals along the longitudinal direction of the clamping plate clamping plates; the limiting clamping plate is formed by rolling a steel plate, and a steel bar positioning groove and a hole connected with a clamping plate positioning bolt are formed in the limiting clamping plate; the section steel hoop comprises two hoop plates with the same shape, and the two opposite hoop plates are respectively welded with the guide side plate and the hoop side plate.
Preferably, the method comprises the following steps: step 5), the anchoring connecting rib is formed by rolling a screw, one end of the anchoring connecting rib is connected with the embedded bolt, and the other end of the anchoring connecting rib penetrates through the connecting slide rail and is fastened through a nut; the sliding support frame is formed by welding profile steels and slides along the connecting slide rail; the template support beam is formed by rolling profile steel, and the lower surface of the template support beam is vertically welded and connected with the connecting slide block; the connecting sliding block is formed by rolling a steel plate, and the cross section of the connecting sliding block is in an inverted T shape; the top sliding beam is formed by rolling a steel plate, and a sliding block connecting groove is formed in the top sliding beam; the cross section of the connecting groove of the sliding block is in an inverted T shape; the joint splicing plates are formed by rolling steel plates, and splicing guide plates are arranged on the outer side walls; the template position control body adopts a hydraulic jack; the inclined strut position control body comprises a screw rod and a nut, the fastening directions of the screw rods on the two sides of the nut are opposite, and inclined strut connecting hinges are arranged at the two ends of the inclined strut position control body.
Preferably, the method comprises the following steps: step 6), the position control floating plate is bound and connected with the concrete pouring pipe by adopting a foam block or a rubber bag; the support end hoop is formed by rolling a steel pipe and is sleeved on the outer side of the concrete filling pipe.
Preferably, the method comprises the following steps: and 7) rolling the elastic outer hoop and the elastic inner hoop by adopting a spring material, and respectively bonding and connecting the elastic outer hoop and the elastic inner hoop with the outer closed bag and the inner closed bag.
The beneficial effects of the invention are:
(1) According to the invention, the embedded steel bar is sleeved with the double-layer position-correcting hoop, the position-correcting frame plate is firmly connected with the lower bearing platform through the bearing platform connecting plate, and the direction and the position of the embedded steel bar can be corrected through the position-correcting bolt on the position-correcting hoop.
(2) According to the invention, the construction hanger is arranged at the lower part of the tower crane, the hanger inclined strut and the hanger supporting plate are arranged at the lower part of the construction hanger, and the sling connected with the cantilever of the tower crane is arranged at the upper part of the construction hanger, so that the three-way position control of the construction hanger can be realized; meanwhile, the construction method can control the height of the construction hanger through the sling, and realizes the lifting control of the height of the construction hanger.
(3) According to the invention, the guide side plates are arranged on the stiffness section steel provided with the stiffness modules, and can be used for limiting the installation direction of the upper stiffness modules; meanwhile, the embedded bolt connecting plate and the clamping plate connecting plate are arranged on the side wall of the stiff section steel and can be respectively used for connecting the embedded bolt and the limiting clamping plate, so that the pulling resistance of the subsequent anchoring connecting bar is improved, and the difficulty in positioning the longitudinal bar of the steel reinforcement cage is reduced.
(4) The anchoring connecting rib is convenient to connect with the embedded bolt, so that the difficulty in connecting the sliding rail and erecting the high pier inner mold is reduced; meanwhile, the joint splicing plates can be inserted according to the shape of the abutment of the pouring position, and the elastic adhesive tape is arranged at the joints of the joint splicing plates and the climbing template, so that the requirement of gradual change adjustment of the shape of the abutment is met.
(5) According to the height requirement of the concrete pouring pipe for pipe burying, the position control floating plate is arranged on the upper portion of the concrete pouring pipe opening, and accurate control over the height of the concrete pouring pipe for pipe burying can be achieved by controlling the distance between the position control web plate and the concrete pouring pipe opening.
(6) According to the maintenance bag, the periphery of the maintenance section is provided with the outer closed bag and the inner closed bag, and the tightness of the outer closed bag and the tightness of the inner closed bag are limited by the elastic outer ring hoop and the elastic inner ring hoop respectively, so that the difficulty in arranging the maintenance bags is reduced; meanwhile, the invention can remove the redundant maintenance water through the residual water gathering pipe, thereby avoiding the influence of local collection and scattering of rainwater on the maintenance quality and environment.
Drawings
FIG. 1 is a flow chart of the construction of a variable cross-section thin-wall hollow high pier of a stiffened framework;
FIG. 2 is a schematic diagram of a positioning structure of embedded steel bars of a pier stud;
FIG. 3 is a plan view of the calibration frame plate of FIG. 2;
FIG. 4 is a schematic view of the construction hanger structure layout;
FIG. 5 is a schematic diagram of a stiff skeleton layout structure;
FIG. 6 is a schematic diagram of the arrangement structure of the embedded bolts shown in FIG. 5;
FIG. 7 is a schematic view of the arrangement of the spacing clips of FIG. 5;
FIG. 8 is a schematic view of a climbing formwork bracing structure;
FIG. 9 is a schematic view of a connection structure of the seam splice plate and the climbing formwork in FIG. 8;
FIG. 10 is a schematic view of a high pier concrete placement system;
FIG. 11 is a schematic view of a concrete enclosed curing structure.
Description of reference numerals: 1-a lower bearing platform; 2, embedding steel bars; 3-aligning the hoop; 4-aligning the bolt; 5-aligning frame plates; 6-a position correction clamping groove; 7-a bearing platform connecting plate; 8-a cushion cap hoop; 9-tower crane; 10-construction hanging bracket; 11-a hanger brace; 12-pouring a high pier; 13-bracing end plates; 14-end plate hoop; 15-a sling; 16-tower crane cantilever; 17-a platform floor; 18-a hanger stay plate; 19-inclined strut rotating hinge; 20-stay plate connecting bolts; 21-a stiffness module; 22-stiff section steel; 23-rigid tie bars; 24-pre-burying a bolt connecting plate; 25-a cardboard connecting plate; 26-embedding bolts; 27-section steel connecting hoop; 28-a pallet clamp; 29-a pallet positioning bolt; 30-a limiting clamping plate; 31-longitudinal reinforcement of a reinforcement cage; 32-guide side plates; 33-a steel hoop; 34-hoop side plates; 35-fastening a press bolt; 36-sealing the rubber block; 37-positioning bolt sliding groove; 38-a steel bar positioning groove; 39-high pier concrete; 40-anchoring connecting ribs; 41-connecting a sliding rail; 42-sliding and lifting the strut; 43-top skid beam; 44-formwork bracing beams; 45-connecting the slide block; 46-a slider connection slot; 47-inclined strut control body; 48-inclined strut connecting hinges; 49-climbing a template; 50-template control body; 51-high pier inner mold; 52-inner platen; 53-seam splice plate; 54-elastic glue strip; 55-splicing fastening bolts; 56-splicing guide plates; 57-concrete filling pipe; 58-high pier template; 59-casting interface; 60-position control floating plate; 61-a connecting bracket; 62-a stent end band; 63-an outer closed sachet; 64-inner closed pouch; 65-external gas-filling pipe; 66-residual water gathering pipe; 67-elastic outer hoop; 68-elastic inner hoop.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, it is possible to make various improvements and modifications to the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
As an embodiment, fig. 1 is a flow chart of composite creeping formwork construction for a variable cross section thin-wall hollow high pier of a stiff framework, and referring to fig. 1, a construction method for a variable cross section thin-wall hollow high pier of a stiff framework comprises the following construction steps:
1) Construction preparation: constructing a lower bearing platform 1, arranging embedded steel bars 2 in the lower bearing platform 1, preparing materials and devices required by construction, and checking the stability of a construction structure;
2) Pre-buried steel bar position correction: sleeving the calibration hoop 3 on the embedded steel bar 2, and enabling a calibration bolt 4 on one side of the calibration hoop 3 to penetrate through a calibration clamping groove 6 on a calibration frame plate 5; the method comprises the following steps of connecting a position correction frame plate 5 and a bearing platform connecting plate 7 into a whole in advance, and firmly connecting the bearing platform connecting plate 7 and a lower bearing platform 1 through a bearing platform hoop 8; fastening force is applied to the embedded steel bars 2 through the positioning bolts 4, and the spatial positions of the embedded steel bars 2 are corrected;
3) Laying a construction hanging bracket: arranging a construction hanger 10 at the lower part of a tower crane 9, connecting a hanger inclined strut 11 at the lower part of the construction hanger 10 with a poured high pier 12 through an inclined strut end plate 13 and an end plate hoop 14, connecting the hanger inclined strut 11 with the tower crane 9 through the inclined strut end plate 13 and the end plate hoop 14, and connecting the upper part of the construction hanger 10 with a tower crane cantilever 16 through a sling 15; a platform bottom plate 17 is laid on the construction hanger 10, a hanger supporting plate 18 is arranged between the construction hanger 10 and the hanger inclined strut 11, and the construction hanger 10 and the hanger supporting plate 18 are firmly connected through a supporting plate connecting bolt 20;
4) And (3) arranging stiff frameworks: according to the section shape of the high pier-shaped stiffness module 21, stiffness section steels 22 at four corners of the stiffness module 21 are connected through rigid tie bars 23; arranging a pre-buried bolt connecting plate 24 and a clamping plate connecting plate 25 on the stiff section steel 22; one side of the embedded bolt connecting plate 24 is connected with the stiffness section steel 22 in a welding way, and the other side is connected with the embedded bolt 26 in a welding way; the clamping plate connecting plate 25 is connected with the stiff section steel 22 through a section steel connecting hoop 27, and the clamping plate connecting plate 25 is vertically welded and connected with a clamping plate 28; according to the position arrangement requirement of the longitudinal ribs 31 of the steel reinforcement cage, the limiting clamping plate 30 is firmly connected with the clamping plate 28 through the clamping plate positioning bolts 29; arranging a guide side plate 32 at the top end of the stiff section steel 22 with a stably installed lower part in advance, welding the guide side plate 32 with a section steel hoop 33, arranging a hoop side plate 34 on one side of the section steel hoop 33, and connecting the opposite hoop side plates 34 through fastening bolts 35;
5) Erecting a climbing template: after the pouring construction of the high pier concrete 39 of the bottom layer is completed, the sealing rubber block 36 at the outer end of the embedded bolt 26 is removed; firstly, firmly connecting the connecting slide rail 41 with the high pier concrete 39 through the anchoring connecting rib 40, and then connecting the sliding support frame 42 with the connecting slide rail 41; a top sliding beam 43 is arranged at the top end of the sliding support frame 42, and a connecting sliding block 45 at the lower part of the template support beam 44 is connected with the top sliding beam 43 through a sliding block connecting groove 46; a diagonal bracing control body 47 is arranged between the template support beam 44 and a climbing template 49 on the upper part of the template support beam, the transverse stability of the climbing template 49 is controlled by the diagonal bracing control body 47, a template control body 50 is arranged on the upper part of the top sliding beam 43, and the transverse position of the template support beam 44 is limited by the template control body 50; after the high pier inner mold 51 penetrates through the anchoring connecting rib 40, the high pier inner mold passes through a preset hole of the inner pressing plate 52, and the transverse position of the high pier inner mold 51 is limited by fastening the inner pressing plate 52 through a nut; after the climbing template 49 on the periphery climbs to a set height, inserting a joint splice plate 53 at the joint of the climbing template 49, arranging an elastic adhesive tape 54 at the joint of the climbing template 49 and the joint splice plate 53, and then firmly connecting the climbing template 49 and a splicing guide plate 56 through a splicing fastening bolt 55;
6) Pouring high pier concrete: according to the requirement of the height of the concrete pouring pipe 57 for burying, a position control floating plate 60 is arranged on the concrete pouring pipe 57, and a connecting bracket 61 is arranged between the concrete pouring pipes 57, so that the connecting bracket 61 is connected with the concrete pouring pipe 57 through a bracket end hoop 62; correcting the airtightness and stability of the high pier internal mold 51 and the climbing template 49 of the high pier template 58, synchronously adopting 2-4 concrete pouring pipes 57 to carry out high pier concrete 39 pouring construction, and connecting the lower surface of the position control floating plate 60 with a pouring interface 59 of the high pier concrete 39;
7) Concrete sealing and curing: an outer closed bag 63 is sleeved on the outer side of the high pier concrete 39, and an inner closed bag 64 is arranged inside the high pier concrete; the outer closed bag 63 is tightly connected with the outer side wall of the high pier concrete 39 through an elastic outer hoop 67; the inner closed bag 64 is tightly connected with the inner side wall of the high pier concrete 39 through an elastic inner hoop 68; and water vapor is transmitted into a high pier cavity formed by the enclosing of the external closed bag 63, the internal closed bag 64 and the high pier concrete 39 through an external steam adding device through an external steam adding pipe 65, and cooled residual water is discharged through a residual water gathering pipe 66.
Referring to fig. 2 to 11, the direction and the position of the embedded steel bar 2 are corrected by a position correcting bolt 4 on a position correcting hoop 3 of the stiff skeleton variable-section thin-wall hollow high pier; a hanger inclined strut 11 and a hanger supporting plate 18 are arranged at the lower part of the construction hanger 10, and a sling 15 is arranged at the upper part; the guiding side plates 32 are adopted for guiding and installing the stiff modules 21, and the side walls of the stiff section steel 22 are provided with embedded bolt connecting plates 24 and clamping plate connecting plates 25 for connecting embedded bolts 26 and limiting clamping plates 30; inserting a joint splice plate 53 at the joint of the climbing template 49, and arranging an elastic adhesive tape 54 at the joint of the joint splice plate 53 and the climbing template 49; according to the embedded pipe height requirement of the concrete pouring pipe 57, a position control floating plate 60 is arranged on the concrete pouring pipe 57; an outer closed bag 63 and an inner closed bag 64 are provided around the curing section, and excess curing water can be removed by a residual water gathering pipe 66.
The lower bearing platform 1 is made of reinforced concrete material, and the strength grade of the concrete is C55.
The embedded steel bars 2 adopt twisted steel bars with the diameter of 32 mm.
The position correcting hoop 3 is formed by rolling a steel plate with the thickness of 2mm and is vertically welded with the position correcting bolt 4; the position-correcting hoop 3 is sleeved on the embedded steel bar 2, and the position-correcting bolt 4 penetrates through a position-correcting clamping groove 6 on the position-correcting frame plate 5. The position correcting bolt 4 comprises a screw rod and a nut, the diameter of the screw rod is 20mm, one end of the screw rod is vertically welded with the position correcting hoop 3, and the other end of the screw rod penetrates through a position correcting clamping groove 6 in the position correcting frame plate 5 and is fastened through the nut; the position correction frame plate 5 is formed by rolling a steel plate with the thickness of 3mm, and two position correction clamping grooves 6 which form an included angle of 45 degrees with the horizontal plane are arranged on the position correction frame plate 5; the width of the position correction clamping groove 6 is 30mm, and the length is 100mm.
The bearing platform connecting plate 7 is formed by rolling a steel plate with the thickness of 3 mm; the bearing platform hoop 8 is formed by rolling a steel plate with the thickness of 2mm, and the bearing platform hoop 8 is firmly connected with the lower bearing platform 1 through bolts.
The tower crane 9 is an alloy tower crane, a construction hanger 10 is arranged at the lower part of the tower crane 9, the construction hanger 10 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the construction hanger is U-shaped and is bound and connected with a sling 15, and the sling 15 is made of two steel wire ropes with the same length and the diameter of 10 mm; connecting a hanger diagonal brace 11 at the lower part of a construction hanger 10 with a poured high pier 12 and a tower crane 9 through a diagonal brace end plate 13 and an end plate hoop 14, and connecting the upper part of the construction hanger 10 with a tower crane cantilever 16 through a sling 15; the poured high pier 12 adopts C55 concrete, the end plate hoop 14 is formed by rolling a steel plate with the thickness of 3mm, and the width of the steel plate is 20cm; the maximum effective amplitude of the tower crane cantilever 16 is 47m.
The hanger inclined strut 11 is formed by rolling a steel pipe with the diameter of 100mm, one end of the hanger inclined strut is connected with the construction hanger 10 through an inclined strut rotating hinge 19, the other end of the hanger inclined strut is connected with an inclined strut end plate 13 in a welding mode, and a hanger supporting plate 18 is arranged on the side, facing the construction hanger 10, of the hanger inclined strut 11; the inclined strut end plate 13 is formed by rolling a steel plate with the thickness of 10mm, the hanger supporting plate 18 is formed by rolling a steel plate with the thickness of 10mm and is connected with the hanger inclined strut 11 in a welding mode, and the inclined strut rotating hinge 19 is a spherical hinge with the diameter of 100mm.
A platform bottom plate 17 is laid on the construction hanger 10, a hanger supporting plate 18 is arranged between the construction hanger 10 and the hanger diagonal brace 11, and the construction hanger 10 and the hanger supporting plate 18 are firmly connected through a supporting plate connecting bolt 20; the platform bottom plate 17 is formed by rolling a steel plate with the thickness of 10mm, and the supporting plate connecting bolt 20 is formed by rolling a high-strength screw rod with the diameter of 30 mm.
The stiffness module 21 comprises four stiffness section steels 22, and the four stiffness section steels 22 are connected by welding through rigid tie bars 23; the stiff section steel 22 is made of H-section steel of 150 × 150 × 7 × 10, and the rigid tie bars 23 are rolled from a steel plate of 10mm in thickness and 60mm in width.
The embedded bolt connecting plate 24 and the clamping plate connecting plate 25 are both formed by rolling steel plates with the thickness of 10 mm.
The embedded bolt 26 adopts a half-grouting straight thread connecting sleeve matched with a 32mm thread steel bar, one end of the embedded bolt is connected with the embedded bolt connecting plate 24 in a welding way, and the other end of the embedded bolt is provided with a sealing rubber block 36; the sealing rubber block 36 is formed by cutting a rubber plate with the thickness of 20mm and is connected with the embedded bolt 26 in a sticking mode.
The section steel connecting hoop 27 is formed by rolling a steel plate with the thickness of 2mm and the width of 6cm.
The clamping plate 28 is formed by rolling a steel plate with the thickness of 3mm, and the width of the steel plate is 6cm; positioning bolt sliding grooves 37 are uniformly arranged on the clamping plate 28 at intervals along the longitudinal direction of the clamping plate 28; the positioning bolt sliding groove 37 is in an inverted T shape in section and 4cm in width.
The clamping plate positioning bolt 29 is composed of a high-strength screw rod with the diameter of 30mm and a bolt.
The limiting clamping plate 30 is formed by rolling a steel plate with the thickness of 3mm, and the limiting clamping plate 30 is provided with a steel bar positioning groove 38 and a hole connected with the clamping plate positioning bolt 29; the section of the steel bar positioning groove 38 is U-shaped, and the width is 35mm.
Arranging a guide side plate 32 at the top end of the stably installed lower stiffness section steel 22 in advance, welding the guide side plate 32 with a section steel hoop 33, and connecting the opposite hoop side plates 34 through fastening bolts 35; the muscle 31 is indulged to steel reinforcement cage adopts the diameter to form for 30 mm's steel pipe rolling, direction curb plate 32 adopts thickness to form for 10 mm's steel sheet rolling, shaped steel staple bolt 33 includes two staple bolt hoop boards that the shape is the same, adopt thickness to form for 10 mm's steel sheet rolling, and make two relative staple bolt hoop boards respectively with direction curb plate 32 and 34 welded connection of staple bolt curb plate, staple bolt curb plate 34 adopts thickness to form for 10 mm's steel sheet rolling, the fastening is pressed the bolt 35 and is adopted diameter 30 mm's screw rod rolling to form, the perpendicular welded connection of staple bolt curb plate 34 of bottom and lower part, the top passes behind the reservation hole of the staple bolt curb plate 34 on upper portion, through bolt-up.
The concrete strength grade of the high pier concrete 39 is C55.
Firstly, firmly connecting the connecting slide rail 41 with the high pier concrete 39 through the anchoring connecting rib 40, and then connecting the sliding support frame 42 with the connecting slide rail 41; the anchoring connecting rib 40 is matched with the embedded bolt 26, one end of the anchoring connecting rib is connected with the embedded bolt 26, and the other end of the anchoring connecting rib penetrates through the connecting slide rail 41 and then is fastened through a nut; the connecting slide rail 41 is formed by rolling a steel plate with the thickness of 10 mm.
The sliding support frame 42 is formed by welding profile steel and steel plates determined by stable calculation, a top sliding beam 43 is arranged at the top end of the sliding support frame 42, the top sliding beam 43 is formed by rolling steel plates with the thickness of 3mm, and a sliding block connecting groove 46 is arranged on the top sliding beam 43; the slider connecting groove 46 has an inverted T-shaped cross section and a bottom width of 20cm. Connecting sliding blocks 45 at the lower part of the formwork support beam 44 are connected with the top sliding beam 43 through sliding block connecting grooves 46; the top sliding beam 43 is formed by rolling a steel plate; the template supporting beam 44 is rolled by a steel plate with the thickness of 10mm, the width of the template supporting beam is 20cm, the connecting slide block 45 is rolled by a steel plate with the thickness of 10mm, the cross section of the connecting slide block is in an inverted T shape, and the bottom width of the connecting slide block is 15cm.
The inclined strut control body 47 comprises a steel pipe screw rod with the diameter of 60mm and a nut, the fastening directions of the screw rods on the two sides of the nut are opposite, inclined strut connecting hinges 48 are arranged at the two ends of the inclined strut control body 47, and the transverse stability of the climbing template 49 is controlled through the inclined strut control body 47; the inclined strut connecting hinge 48 is a spherical hinge with the diameter of 60mm, and the climbing template 49 is formed by rolling a steel plate with the thickness of 4 mm.
The template control body 50 uses a hydraulic jack, and the lateral position of the template support beam 44 is defined by the template control body 50.
The high pier internal mold 51 is formed by rolling a steel plate with the thickness of 4mm, and the transverse position of the high pier internal mold 51 is limited by the anchoring connecting rib 40; the inner pressing plate 52 is formed by rolling a steel plate with the thickness of 10 mm.
After the climbing template 49 climbs to a set height, inserting a joint splice plate 53 at the joint of the climbing template 49, arranging an elastic adhesive tape 54 at the joint of the climbing template 49 and the joint splice plate 53, and then firmly connecting the climbing template 49 and a splicing guide plate 56 through a splicing fastening bolt 55; seam splice plate 53 adopts thickness to form for 4 mm's steel sheet rolling, and elasticity adhesive tape 54 adopts thickness to form for 4 mm's rubber slab cutting, and concatenation fastening bolt 55 adopts diameter 20 mm's high strength screw rod and bolt to constitute, and concatenation deflector 56 adopts thickness to form for 4 mm's steel sheet rolling.
The concrete pouring pipe 57 is formed by cutting a rubber pipe with the outer diameter of 100mm, a position control floating plate 60 is arranged on the concrete pouring pipe 57 according to the requirement of the height of the concrete pouring pipe 57 for pipe burying, and a connecting bracket 61 is arranged between the concrete pouring pipes 57, so that the connecting bracket 61 is connected with the concrete pouring pipe 57 through a bracket end hoop 62; the position control floating plate 60 is made of foam blocks, the connecting support 61 is formed by rolling a steel plate with the thickness of 2mm and the width of 20mm, and the support end hoop 62 is formed by rolling a steel pipe with the nominal diameter of 100mm and is sleeved on the outer side of the concrete pouring pipe 57.
The high pier template 58 includes a high pier inner mold 51 and a climbing template 49.
The casting interface 59 is a concrete casting upper surface.
The outer and inner enclosing pockets 63, 64 are each sewn into a closed cube using a 2mm thick sheet of rubber.
The external air-filling pipe 65 is a rubber pipe with a diameter of 30 mm.
The residual water gathering pipe 66 adopts a rubber pipe with the diameter of 60mm.
The elastic outer ring hoop 67 and the elastic inner ring hoop 68 are both formed by rolling spring materials.
Claims (7)
1. The construction method of the variable cross-section thin-wall hollow high pier of the stiffened framework is characterized in that: the method comprises the following construction steps:
1) Construction preparation: constructing a lower bearing platform (1), arranging embedded steel bars (2) in the lower bearing platform (1), preparing materials and devices required by construction, and checking the stability of a construction structure;
2) Pre-buried steel bar position correction: sleeving the position correction hoop (3) on the embedded steel bar (2), and enabling a position correction bolt (4) on one side of the position correction hoop (3) to penetrate through a position correction clamping groove (6) on the position correction frame plate (5); the position correcting frame plate (5) and the bearing platform connecting plate (7) are connected into a whole in advance, and the bearing platform connecting plate (7) is firmly connected with the lower bearing platform (1) through the bearing platform hoop (8); applying fastening force to the embedded steel bars (2) through the positioning bolts (4), and correcting the spatial positions of the embedded steel bars (2);
3) Laying a construction hanging bracket: arranging a construction hanger (10) at the lower part of a tower crane (9), connecting a hanger diagonal brace (11) at the lower part of the construction hanger (10) with a poured high pier (12) through a diagonal brace end plate (13) and an end plate hoop (14), connecting the hanger diagonal brace (11) with the tower crane (9) through the diagonal brace end plate (13) and the end plate hoop (14), and connecting the upper part of the construction hanger (10) with a tower crane cantilever (16) through a sling (15); a platform bottom plate (17) is laid on the construction hanger (10), a hanger supporting plate (18) is arranged between the construction hanger (10) and the hanger diagonal brace (11), and the construction hanger (10) is firmly connected with the hanger supporting plate (18) through a supporting plate connecting bolt (20);
4) B, laying stiff frameworks: according to the section shape of the high pier-shaped stiffness module (21), stiffness section steels (22) at four corners of the stiffness module (21) are connected through rigid tie bars (23); arranging a pre-buried bolt connecting plate (24) and a clamping plate connecting plate (25) on the stiff section steel (22); one side of the embedded bolt connecting plate (24) is connected with the stiffness section steel (22) in a welding way, and the other side of the embedded bolt connecting plate is connected with the embedded bolt (26) in a welding way; the clamping plate connecting plate (25) is connected with the stiff section steel (22) through a section steel connecting hoop (27), and the clamping plate connecting plate (25) is vertically welded and connected with the clamping plate (28); a reinforcement cage longitudinal bar (31) is arranged in the high pier template, and the limiting clamping plate (30) and the clamping plate (28) are firmly connected through a clamping plate positioning bolt (29) according to the position arrangement requirement of the reinforcement cage longitudinal bar (31); arranging a guide side plate (32) at the top end of the installed and stable stiff section steel (22) at the lower part in advance, and enabling the guide side plate (32) to be welded with a section steel hoop (33), wherein the section steel hoop (33) is sleeved on the stiff section steel (22), one side of the section steel hoop (33) is provided with a hoop side plate (34), and the opposite hoop side plates (34) are connected through fastening press bolts (35);
5) Erecting a climbing template: high pier concrete (39) is poured in the high pier template, and after the pouring construction of the high pier concrete (39) of the bottom layer is completed, the sealing rubber blocks (36) at the outer ends of the embedded bolts (26) are removed; firstly, firmly connecting the connecting slide rail (41) with the high pier concrete (39) through the anchoring connecting rib (40), and then connecting the sliding support frame (42) with the connecting slide rail (41); a top sliding beam (43) is arranged at the top end of the sliding support frame (42), and a connecting sliding block (45) at the lower part of the template support beam (44) is connected with the top sliding beam (43) through a sliding block connecting groove (46); a diagonal bracing control body (47) is arranged between the template supporting beam (44) and a climbing template (49) on the upper portion of the template supporting beam, the transverse stability of the climbing template (49) is controlled through the diagonal bracing control body (47), a template control body (50) is arranged on the upper portion of the top sliding beam (43), and the transverse position of the template supporting beam (44) is limited through the template control body (50); after the high-pier internal mold (51) penetrates through the anchoring connecting rib (40), the internal pressing plate (52) is arranged on the outer side of the high-pier internal mold (51), and the transverse position of the high-pier internal mold (51) is limited by fastening the internal pressing plate (52) through a nut; after the climbing templates (49) on the periphery climb to a set height, inserting a joint splice plate (53) at the joint of the climbing templates (49), arranging an elastic adhesive tape (54) at the joint of the climbing templates (49) and the joint splice plate (53), and then firmly connecting the climbing templates (49) and a splicing guide plate (56) through splicing fastening bolts (55);
6) Pouring high pier concrete: the concrete pouring pipes (57) are positioned in the high pier template, the position control floating plates (60) are arranged on the concrete pouring pipes (57) according to the pipe burying height requirements of the concrete pouring pipes (57), and the connecting supports (61) are arranged between the concrete pouring pipes (57), so that the connecting supports (61) are connected with the concrete pouring pipes (57) through support end hoops (62); correcting the tightness and stability of a high pier internal mold (51) of a high pier template (58) and a climbing template (49), synchronously adopting 2-4 concrete pouring pipes (57) to carry out high pier concrete (39) pouring construction, and connecting the lower surface of a position control floating plate (60) with a pouring interface (59) of the high pier concrete (39);
7) Concrete sealing and curing: an outer closed bag (63) is sleeved on the outer side of the high pier concrete (39), and an inner closed bag (64) is arranged inside the high pier concrete; the outer closed bag (63) is tightly connected with the outer side wall of the high pier concrete (39) through an elastic outer hoop (67); the inner closed bag (64) is tightly connected with the inner side wall of the high pier concrete (39) through an elastic inner hoop (68); and water vapor is transmitted into a high pier cavity formed by enclosing the external closed bag (63) and the internal closed bag (64) with the high pier concrete (39) through an external steam adding device through an external steam adding pipe (65), and cooled residual water is discharged through a residual water diversion pipe (66).
2. The construction method of the variable-section thin-wall hollow high pier with the stiff skeleton according to claim 1, characterized in that: step 2), the position correction hoop (3) is formed by rolling a steel pipe and is vertically welded and connected with the position correction bolt (4); the position correcting bolt (4) comprises a screw rod and a nut, one end of the screw rod is vertically welded with the position correcting hoop (3), and the other end of the screw rod penetrates through a position correcting clamping groove (6) in the position correcting frame plate (5) and is fastened through the nut; the position correction frame plate (5) is formed by rolling a steel plate, and two position correction clamping grooves (6) forming an included angle of 45 degrees with the horizontal plane are arranged on the position correction frame plate (5); the bearing platform hoop (8) is formed by rolling a steel plate, and the bearing platform hoop (8) is firmly connected with the lower bearing platform (1) through bolts.
3. The construction method of the variable-section thin-wall hollow high pier with the stiff skeleton according to claim 1, characterized in that: step 3), the construction hanging bracket (10) is formed by rolling a steel plate, has a U-shaped cross section and is bound and connected with the sling (15); the hanger diagonal brace (11) is formed by rolling profile steel, one end of the hanger diagonal brace is connected with the construction hanger (10) through a diagonal brace rotating hinge (19), the other end of the hanger diagonal brace is connected with a diagonal brace end plate (13) in a welding manner, and a hanger supporting plate (18) is arranged on the side, facing the construction hanger (10), of the hanger diagonal brace (11); the hanger bracing plate (18) is formed by rolling a steel plate, has a T-shaped cross section and is welded with the hanger diagonal brace (11).
4. The construction method of the variable-section thin-wall hollow high pier with the stiff frameworks as claimed in claim 1, is characterized in that: step 4), the stiffening module (21) comprises four stiffening section steels (22), and the four stiffening section steels (22) are connected through rigid tie bars (23) in a welding mode; the embedded bolt (26) adopts a grouting sleeve or a nut, one end of the embedded bolt is welded with the embedded bolt connecting plate (24), and the other end of the embedded bolt is provided with a sealing rubber block (36); the sealing rubber block (36) is formed by cutting a rubber plate and is connected with the embedded bolt (26) in a sticking way; the clamping plate (28) is formed by rolling a steel plate, and positioning bolt sliding grooves (37) are uniformly arranged on the clamping plate (28) at intervals along the longitudinal direction of the clamping plate (28); the limiting clamping plate (30) is formed by rolling a steel plate, and a steel bar positioning groove (38) and a hole connected with a clamping plate positioning bolt (29) are formed in the limiting clamping plate (30); the section steel hoop (33) comprises two hoop plates with the same shape, and the two opposite hoop plates are respectively connected with the guide side plate (32) and the hoop side plate (34) in a welding mode.
5. The construction method of the variable-section thin-wall hollow high pier with the stiff skeleton according to claim 1, characterized in that: step 5), the anchoring connecting rib (40) is formed by rolling a screw, one end of the anchoring connecting rib is connected with the embedded bolt (26), and the other end of the anchoring connecting rib penetrates through the connecting slide rail (41) and then is fastened through a nut; the sliding support frame (42) is formed by welding profile steel and slides along the connecting slide rail (41); the template support beam (44) is formed by rolling profile steel, and the lower surface of the template support beam is vertically welded and connected with the connecting slide block (45); the connecting sliding block (45) is formed by rolling a steel plate, and the cross section of the connecting sliding block is in an inverted T shape; the top sliding beam (43) is formed by rolling a steel plate, and a sliding block connecting groove (46) is formed in the top sliding beam (43); the cross section of the sliding block connecting groove (46) is in an inverted T shape; the joint splice plate (53) is formed by rolling a steel plate, and a splice guide plate (56) is arranged on the outer side wall; the template control body (50) adopts a hydraulic jack; the inclined strut control body (47) comprises a screw rod and a nut, the fastening directions of the screw rods on the two sides of the nut are opposite, and inclined strut connecting hinges (48) are arranged at the two ends of the inclined strut control body (47).
6. The construction method of the variable-section thin-wall hollow high pier with the stiff frameworks as claimed in claim 1, is characterized in that: step 6), binding and connecting the position control floating plate (60) with the concrete pouring pipe (57) by adopting a foam block or a rubber bag; the support end hoop (62) is formed by rolling a steel pipe and is sleeved on the outer side of the concrete pouring pipe (57).
7. The construction method of the variable-section thin-wall hollow high pier with the stiff frameworks as claimed in claim 1, is characterized in that: and 7), rolling the elastic outer ring hoop (67) and the elastic inner ring hoop (68) by adopting a spring material, and respectively adhering and connecting the elastic outer ring hoop (67) and the elastic inner ring hoop (68) with the outer closed bag (63) and the inner closed bag (64).
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014077267A (en) * | 2012-10-10 | 2014-05-01 | Koichi Suchi | Manufacturing method of composite integrated structure in accordance with vital principle of plants, material and application |
| CN107905106A (en) * | 2017-11-10 | 2018-04-13 | 广东泰坤建设工程有限公司 | Method for bridge construction |
| CN110735388A (en) * | 2019-10-30 | 2020-01-31 | 赵鑫 | Protective device arranged on bridge pier and construction method thereof |
| KR102187993B1 (en) * | 2019-08-27 | 2020-12-07 | 에스비엔지니어링 주식회사 | Prefabricated Bridge Structure and Construction Method |
Family Cites Families (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU998641A1 (en) * | 1981-04-03 | 1983-02-23 | Ордена Трудового Красного Знамени Центральный Научно-Исследовательский И Проектный Институт Строительных Металлоконструкций "Цниипроектстальконструкция" | Pushing arrangement for longitudinal sliding-on of bridge span structure |
| CN2454764Y (en) * | 1999-12-29 | 2001-10-17 | 深圳市湛联基础建筑工程有限公司 | Settled-material detection apparatus |
| CN101994292A (en) * | 2010-03-05 | 2011-03-30 | 安通建设有限公司 | Rapid construction of high bridge pier by efficient combination |
| CN202323776U (en) * | 2011-11-09 | 2012-07-11 | 云南路桥股份有限公司 | Integrated inner mold structure for suspended-cast box girder |
| CN102518146A (en) * | 2011-11-18 | 2012-06-27 | 钟爱民 | Connecting way of cofferdam and bearing platform |
| CN102704394B (en) * | 2012-06-15 | 2014-09-10 | 湖南大学 | Steel-fiber concrete combined bridge deck structure with reinforced joints and construction method of steel-fiber concrete combined bridge deck structure |
| CN103161126A (en) * | 2013-04-11 | 2013-06-19 | 新疆北新路桥集团股份有限公司 | Road bridge variable section hollow high pier slip-form construction method |
| KR101456635B1 (en) * | 2013-10-16 | 2014-11-04 | 지에스건설 주식회사 | Bridge construction method using of form traveller for through bridge and rebar structure |
| CN103912130A (en) * | 2014-03-26 | 2014-07-09 | 东莞市建之都建设工程有限公司 | Environment-friendly tend-free concrete column maintaining method and device |
| CN105625189B (en) * | 2016-01-25 | 2020-05-15 | 赵立财 | Hollow high pier concrete placement heat preservation maintenance system |
| RU2659287C1 (en) * | 2017-06-28 | 2018-06-29 | Федеральное государственное бюджетное учреждение "3 Центральный научно-исследовательский институт" Министерства обороны Российской Федерации | Method of installing flyover on screw piles |
| CN108842623A (en) * | 2018-06-25 | 2018-11-20 | 中国十七冶集团有限公司 | A kind of hydraulic self-creeping formwork construction method of Bridge High-pier column |
| CN209162647U (en) * | 2018-10-29 | 2019-07-26 | 中铁十二局集团第一工程有限公司 | It is box girder pre-stressed to bend up bellows grouting exhaust slurry stop on the outside of steel beam |
| CN109306664A (en) * | 2018-11-05 | 2019-02-05 | 云南建投第三建设有限公司 | A kind of Thin-walled Hollow Pier slide type inner template |
| CN109989347A (en) * | 2019-03-12 | 2019-07-09 | 中交一公局桥隧工程有限公司 | Cantilever formwork of hollow bridge pier and construction method thereof |
| CN110284703A (en) * | 2019-07-26 | 2019-09-27 | 广西路桥工程集团有限公司 | A kind of light-duty climbing form system of screw rod promotion |
| CN211665581U (en) * | 2019-11-06 | 2020-10-13 | 中交一公局集团有限公司 | Anti-leakage device is pour to bridge bottom segment pier shaft |
| CN211596428U (en) * | 2019-12-16 | 2020-09-29 | 中电建十一局工程有限公司 | Balance adjusting device for inclined creeping formwork |
| CN110904866B (en) * | 2019-12-25 | 2021-04-06 | 德州市公路工程总公司 | Concrete bridge deck pavement replacement and repair structure and construction method |
-
2021
- 2021-01-06 CN CN202110012753.4A patent/CN112813805B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014077267A (en) * | 2012-10-10 | 2014-05-01 | Koichi Suchi | Manufacturing method of composite integrated structure in accordance with vital principle of plants, material and application |
| CN107905106A (en) * | 2017-11-10 | 2018-04-13 | 广东泰坤建设工程有限公司 | Method for bridge construction |
| KR102187993B1 (en) * | 2019-08-27 | 2020-12-07 | 에스비엔지니어링 주식회사 | Prefabricated Bridge Structure and Construction Method |
| CN110735388A (en) * | 2019-10-30 | 2020-01-31 | 赵鑫 | Protective device arranged on bridge pier and construction method thereof |
Non-Patent Citations (2)
| Title |
|---|
| 变截面高墩悬臂支架轻型爬模施工工艺;王利强等;《山西建筑》;20110930;第37卷(第26期);正文第198-199页 * |
| 桥梁墩台施工技术;王攀等;《交通世界》;20130228;第20卷(第Z1期);正文第220-221页 * |
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